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Advances in Materials Science and Engineering
Volume 2015, Article ID 610428, 10 pages
http://dx.doi.org/10.1155/2015/610428
Research Article

Analysis Technique on Water Permeability in Concrete with Cold Joint considering Micro Pore Structure and Mineral Admixture

1Department of Architectural Engineering, Wonkwang University, 460 Iksan Daero, Iksan 570-749, Republic of Korea
2Department of Architecture & Interior Design, Woosuk University, 66 Jincheon, Daehakro 365-803, Republic of Korea
3Department of Civil Engineering, Hanseo University, 46 Hanseo 1 Ro, Chungnam 356-953, Republic of Korea
4Department of Civil and Environmental Engineering, Hannam University, 133 Ojeong-dong, Daedeok-gu, Daejeon 306-791, Republic of Korea

Received 16 April 2015; Revised 14 July 2015; Accepted 2 August 2015

Academic Editor: Luciano Lamberti

Copyright © 2015 Se-Jin Choi et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

Abstract

Cold joint in concrete due to delayed concrete placing may cause a reduced shear resistance and increased water permeation. This study presents an analytical model based on the concept of REV (Representative Element Volume) to assess the effect of water permeability in cold joint concrete. Here, OPC (Ordinary Portland Cement) concrete samples with cold joint are prepared and WPT (Water Permeability Test) is performed on the samples cured for 91 days. In order to account for the effect of GGBFS (Granulated Ground Blast Furnace Slag) on water permeability, concrete samples with the same W/B (Water to Binder) ratio and 40% replacement ratio of GGBFS are tested as well. Utilizing the previous models handling porosity and saturation, the analysis technique for equivalent water permeability with effective cold joint width is proposed. Water permeability in cold joint increases to 140.7% in control case but it decreases to 120.7% through GGBFS replacement. Simulation results agree reasonably well with experimental data gathered for sound and cold joint concrete.

1. Introduction

Concrete as a construction material has been widely used for its many advantages like cost-benefit, stable material supply, and high durability. The embedded steel in concrete plays an important role in RC (Reinforced Concrete) structures since concrete has very low strength and resistance to fracture in tensile regions [1]. Pores in concrete are the main routes for ingress of harmful ions (Cl and CO2) and water permeation, which usually causes rapid corrosion initiation of the embedded steel [24]. The durability problem starting with steel corrosion can propagate to degradation of structural safety. It can be observed as corrosion staining in outer concrete surface and is getting worse through cracking, spalling, and acceleration of corrosion and finally comes to collapse of RC structure due to reduced steel area and bond strength [5, 6]. The pores and their connectivity are considered as major parameters for durability design and assessment since deteriorations like chloride attack and carbonation are quantitatively evaluated through pore structure system. Many models and techniques for chloride penetration and carbonation have been proposed considering micro pore structures [3, 4, 79], which are supported by complicated physicochemical models and system dynamics considering cement hydration, moisture transport, and pore structure formation [10]. Several models have been developed by adopting both behaviors in early-aged concrete and special techniques such as neural network algorithm and genetic algorithm for representing reasonable mass transport and material behavior [1114].

Cold joint occurs due to delayed placing of ready-mixed concrete, which causes reduced shear strength [1517]. In mass concrete system or concrete with large unit content of binder, cold joint affects shear strength more severely and causes additional problem of durability. Ingress of harmful ions through cold joint area is reported to be more rapid than that in sound concrete, so that many researches analyzed carbonation, chloride attack, and water permeability in cold joint concrete [1820]; however they mainly depend on field investigation results.

In the present paper, an analysis technique for water permeability in concrete with cold joint is proposed considering behavior in early-aged concrete like porosity and saturation. In particular concrete samples with cold joint are prepared and WPT (Water Penetration Test) is conducted based on the literature [8, 9, 21]. In order to assess the effect of mineral admixture on permeability, GGBFS is replaced with OPC (Ordinary Portland Cement) by 40%. The previously developed models on early-aged concrete behavior are adopted to evaluate the equivalent water permeability in concrete with cold joint. The effects of cold joint and GGBFS on water permeation are analyzed and discussed in the paper.

2. Water Permeation Behavior in Concrete as Porous Media

2.1. Water Permeability without Cold Joint

The path for water permeation through concrete can be assumed to have several pipes with diameter of capillary pores like Figure 1. Total water flow through concrete is governed by the total porosity, and the transport rate depends on pore connectivity [9]. The water flow through pore and its system can be assumed as Figure 1 [9].

Figure 1: Water flow through concrete.

In the REV, total water flow () can be written as [9]where and denote average area distribution function of pore and radius of individual pore, respectively. means fluid pressure gradient. Considering an equivalent pore radius for pores ( and ), (1) can be written as [9]where is equivalent pore radius. and are pore area () and constant. The relationship between volumetric porosity () and pore area () can be written as (3) [9]. Torturity factor () can be assumed as [9, 10] so that (2) can be computed as (4) considering (3). Consider the following:The calculation of integral term and (total porosity) is explained in Section 2.2 in detail.

2.2. Modeling of Water Permeability in Concrete with Pore Structure and Cold Joint
2.2.1. Modeling of Water Permeability in Parallel Direction

The REV with cold joint and normal concrete can be assumed as one member with two concrete plates ( and ) and joint area () in Figure 2.

Figure 2: Water flow in REV with cold joint.

In the REV, total water flow () can be written as [22] and are average velocity and width of each layer . Since and are the same, (5) can be written as (6) considering permeability coefficient () in each layer of . Water pressure gradients (, , and ) are the same since water head of each section is constant, so that equivalent water permeability in total REV can be obtained as (7). Consider the following:where is total width of REV, is water permeability of layer in Darcy’s Law.

2.2.2. Water Permeability considering Micro Pore Structure

In (4), intrinsic permeability is obtained. In order to solve (4), volumetric porosity and total porosity are needed. MTM (Moisture Transport Model) and MPSFM (Micro Pore Structure Formation Model) in Ducom (FE program) which can handle behavior in early-aged concrete such as porosity and saturation are utilized for calculation of volumetric and total porosity [3, 1012]. In the models, the interlayer porosity is simply lumped with the porosity distributions of gel and capillary porosity for obtaining the total porosity distribution of cement paste as [3]where and are function of interlayer and capillary porosity, respectively. Utilizing Rayleigh-Ritz distribution function, porosity function is formulated as [3, 10]where denotes the fractional pore volume of the distribution up to the pore radius and is the sole porosity distribution parameter for each pore of . Total porosity can be obtained as (10) through constructing (8) and (9). For water transport, capillary pore governs water permeability so that capillary pore function, , is mainly considered like The distribution parameter of can be obtained through MTM and MPSFM, which are based on the large number of data sets [3, 10].

Equation (4) for intrinsic permeability can be written as follows through constructing (10) [9]:After solving (11), water permeability of Darcy’s Law is finally obtained as follows with constructing viscosity, density, and gravity [3, 9, 10]:where (999.3 kg/m3), (9.81 m/sec2), and (1,764 × 10−6 Pa·sec) are fluid density, gravity acceleration, and fluid viscosity.

Water permeability values predicted by (12) are compared with experimental data.

2.2.3. Derivation of Equivalent Water Coefficient in REV with Cold Joint

Equation (7) considers the presence of two different layers, where one is normal concrete and the other is cold joint area. The actual disk sample for WPT can be assumed as Figure 3 considering the concrete area exposed to water intrusion.

Figure 3: REV for actual water intrusion.

Assuming the effective width of cold joint which is vulnerable to water intrusion as parameter , the cold joint area can be assumed as follows since is very small for the diameter of sample ():Disk shaped REV (left in Figure 3) should have the same area as REV with cold joint (right in Figure 3), so that and can be calculated as follows when they have the same height: where is the area of disk with cold joint ().

Considering (14) in (7), equivalent diffusion coefficient can be finally obtained as The simulation results obtained for different values of (0~10) and (0.05~0.20) are plotted in Figure 4.

Figure 4: Equivalent water permeability with varying and .

3. Experimental Program

3.1. Experiment Outline

Cylindrical concrete samples with 0.6 of w/b are prepared. OPC and 40% of GGBFS replacement ratio are selected for concrete mixing. After placing to cast a half volume, the samples are kept in room condition for 1 day, and then the half of cast is filled with the same mix proportions. After 1 day of air drying, the concrete sample is kept in water-submerged condition for 91 days. Water permeability is decreasing rapidly in early-aged concrete due to cement hydration [8, 9] so that long term curing period (91 days) is planned. After drying in room condition for 1 day, WPT is performed considering cold joint and GGBFS effect. The mix proportions are listed in Table 1 and physical properties of aggregates are listed in Table 2. Chemical compositions of OPC and GGBFS are listed in Table 3. The photos of samples with cold joint before WPT are shown in Figure 5.

Table 1: Mix proportions for the test.
Table 2: Physical properties of fine and coarse aggregate.
Table 3: Chemical compositions of OPC and GGBFS.
Figure 5: Photos for concrete samples with cold joint.
3.2. Test Setup for Water Permeability

The water permeability of the joint is experimentally evaluated following the protocols documented in the literature [8, 9, 21]. Cylindrical concrete samples (100 × 200 mm) are cut with 50 mm of height. The schematic arrangement of WPT is shown in Figure 6 with photo of test setup. WPT arrangement consists of two plastic cells fitted in steel frame. The water head is kept as 1,800 mm, and the water drainage and head loss are measured, respectively. The concrete surface is coated with epoxy resin expect for supply (top) and drainage area of water (bottom).

Figure 6: WPT schematic diagram and test setup.

The permeability coefficient by Darcy’s Law can be derived from (16) assuming that water flow per unit time is constant due to steady state condition: where is permeability coefficient, and are area of concrete sample and water pipe, respectively. is thickness of the sample. The concrete upper surface with cold joint is perpendicular to water supply direction. The right term in (16) is integrated from initial water head () to measured water head (), and the left term is integrated to measured time (). By integrating (17), water permeability coefficient is obtained as (18). Consider the following:The head loss and water drainage are measured at every 12 hours for 2 weeks.

4. Evaluation of Water Permeability in Concrete

4.1. Compressive Strength

Compressive strengths for OPC and GGBFS concrete are measured at 28 days and 91 days. For three samples for each case, average of test results is taken and plotted in Figure 7. Compressive strength in GGBFS concrete is lower than that in OPC concrete at 28 days but becomes definitely higher at 91 days. Latent hydration forming CSH (Calcium Silicate Hydrate) in GGBFS is the main mechanism for rapid strength development in long term period and it is reported as one of the most advantageous benefits in concrete with GGBFS [12, 23, 24].

Figure 7: Compressive strength results at different ages.
4.2. GGBFS and Cold Joint Effect on Water Permeability

The water permeability coefficient represents the water drainage velocity amount per unit time in a fixed area. In Figure 8, cumulative drained water is shown for OPC and GGBFS concrete. The ratios of drained water to control case (OPC without cold joint) are shown in Figure 9. Through replacing with GGBFS, water drainage decreases by 10.9% for normal concrete and by 14.1% for cold joint concrete. Compared with the result of OPC without cold joint, water drainage in OPC with cold joint increases by 47.9%; however that in GGBFS with cold joint shows only 27.1% increment of water drainage.

Figure 8: Cumulative water drainage over two weeks.
Figure 9: Ratios of water drainage to control case (after 2 weeks).

The water permeability coefficients per measured period (12 hours) are plotted in Figure 10. The employed test has been performed for 2 weeks for the samples cured for 91 days. During the test period of 2 weeks, water is supplied every 12 hours and water permeability is calculated every 12 hours; then the average of permeability is plotted in Figure 10. The adopted test assumes constant water pressure and needs periodical water supply for keeping constant water level. In the test, water is manually supplied and the water drop is read every 12 hours, so permeability varies with every 12 hours. The small changes in temperature and mistakes in reading digit of water drainage may affect the water permeability calculation, but the effects are not significant compared with effects of GGBFS and cold joint. As shown in Figure 10, the calculated water permeability coefficients in every 12 hours show variations. It is reported in the literature that for a concrete with a 0.1 mm crack, water permeability coefficient increases to 230% [7]. Even if concrete has no crack, permeability may increase to 140% when OPC concrete has cold joint as shown in Figure 11 which presents the ratios to control case (OPC concrete without cold joint).

Figure 10: Variations of the measured water coefficient in concrete.
Figure 11: Ratios of water permeability to control case.

Large variations in permeability are mostly caused by the limited number of samples considered in the experimental campaign. The more the samples prepared are, the more reliable and less scattered the results can be obtained through given standardized variables such as mean and deviation.

4.3. Comparison of Predicted Water Permeability Values with Experimental Data

In order to calculate the permeability of for each concrete (OPC and GGBFS concrete) with cold joint, (12) should be calculated firstly with porosity. The permeability coefficients are calculated through utilizing the results of DUCOM program. Input variables and boundary conditions are listed in Table 4. The varying porosity which is the main parameter for water flow in concrete is shown in Figure 12, where porosity in GGBFS decreases more sharply after 7 days of curing.

Table 4: Input and boundary conditions for water permeability.
Figure 12: Changes in calculated porosity of GGBFS and OPC concrete.

Experimental data and simulation results are compared in Figure 13. For the analysis, the effective width () and are assumed as 12 mm and 3.50 , respectively. The experimental constant () is assumed as for OPC and for GGBFS. The variation of test results is not small; however the proposed technique shows a reasonable agreement with the average experimental data. Even if the WPT lasted 91 days, the permeability coefficients of test results are slowly decreasing due to hydration with time. The evolution of cumulative water drainage over two weeks is compared in Figure 14. The analytical model diverges from measured results in concrete without cold joint since constant at 91 days is adopted without time-dependency. The simulated results considering porosity with time effect are shown in Figure 15, where the reduced due to pore densification of GGBFS and enlarged cold joint effect is noticeable, particularly, in the early age of the concrete.

Figure 13: Comparison of water permeability.
Figure 14: Comparison of cumulative water flow.
Figure 15: Simulated results of water permeability with time effect.

As shown in Figure 14, the proposed model obtained very reasonable results. Relative errors with respect to measurements are 0.98~14.93% for normal concrete and −2.39~12.97% for cold joint concrete, respectively. The prediction shows slight underestimation of water drainage in GGBFS concrete with cold joint. Since the porosity and parameter at 91 days are adopted in the analysis, the extended period of test (for 2 weeks) is not considered for water permeability test. For the real structures exposed over 1 year, concrete will have almost the same pore structures and this can lead to almost constant water permeability. For the water permeability design using the proposed method, it is recommended to select porosity and parameter in the fully hydrated condition with 1.2 safety factor.

5. Conclusions

The conclusions on analysis technique on water permeability in cold joint concrete considering micro pore structure and mineral admixture are as follows.(1)This study analyzed the effect of water permeability in cold joint concrete considering micro pore structure and mineral admixture of GGBFS. It was found that by replacing with GGBFS, water drainage decreases by 10.9% and 14.1% for normal concrete and cold joint concrete, respectively. Water drainage in OPC concrete with cold joint increases by 47.9% while GGBFS concrete allows such an increase limit to only 27.1% with respect to the control case.(2)The analysis technique based on the use of a REV (Representative Element Volume) is quite effective as numerical results are in reasonable agreement with experimental observations: 0.98~14.93% and 2.39~12.97% difference for normal and for cold joint concrete specimens, respectively.

Conflict of Interests

The authors declare that there is no conflict of interests regarding the publication of this paper.

Acknowledgment

This research was supported by Basic Science Research Program through the National Research Foundation of Korea (NRF) funded by the Ministry of Education (NRF-2013R1A1A2060114).

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